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(A)(B)(C)▲▲Figure 3. Typical manifestation of liquefaction during the M w 6.2 Christchurch earthquake (similar manifestation occurred during theM w 7.1 Darfield earthquake): A) A street in Hoon Hay after initial clean up (piling up) of sand and silt ejecta (25 February 2011); B) pilesof sand ejecta from residential properties at Burwood (26 February 2011); and C) massive sand boils in recently developed residentialareas of Burwood; this area did not liquefy in the 4 September quake (26 February 2011). All photos by M. Cubrinovski.930 Seismological Research Letters Volume 82, Number 6 November/December 2011
(A)(B)▲▲Figure 4. DCP test being performed adjacent to a house inBexley after the 4 September 2010 M w 7.1 Darfield earthquake.Photo by R. Green on 15 September 2010.PN 1,60−SPTequiv ≈ N SPTequiv ( N DCPT )⋅⎛ a⎝ ′σ vo⎞0.5 ER⎠ 60% , (1)where N SPT equiv (N DCPT ) is the functional relationship betweenN SPT and N DCPT shown in Figure 5A, P a is atmospheric pressure(i.e., 101.3 kPa), σ′ vo is initial vertical effective stress (in thesame units as P a ), and ER is energy ratio. This relationship usesthe effective stress and hammer energy normalization schemesoutlined in Youd et al. (2001).Although the energy ratio for the system was not measured,the DCP hammer is similar to the donut hammer usedfor the SPT. Skempton (1986) and Seed et al. (1984) suggestedthat the energy ratio for an SPT donut hammer system rangesfrom about 30 to 60%. However, because the DCP system does▲▲Figure 5. A) Relationship between DCP test and SPT N-valuesfor an energy ratio of 60%, and B) comparison of N DCPT and theequivalent N 1,60cs (N 1,60cs-SPTequiv ) for a site in an eastern neighborhoodof Bexley.not have pulleys, a cathead, etc., we anticipate that the energyratio for the DCP is likely to be near the upper end of this range.Therefore, we assumed an ER = 60% for our calculations. Inaddition to the effective stress and hammer energy corrections,the N SPT equiv values were also corrected for fines content followingthe procedure proposed in Youd et al. (2001). Figure5B shows a plot of N DCPT and N 1,60cs–SPTequiv for a test sitein the eastern Christchurch neighborhood of Bexley, whichSeismological Research Letters Volume 82, Number 6 November/December 2011 931
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Volume 82, Number 6 November/Decemb
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News and Notes (continued)Nominatio
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Preface to the Focused Issue on the
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TABLE 1Peak ground acceleration (PG
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▲▲Figure 2. A) Sketch of the
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▲▲Figure 4. A) Adopted moment r
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▲▲Figure 7. As in Figure 6 but
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▲ ▲ Figure 8. Misfit parameters
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▲ ▲ Figure 10. Spatial variabil
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▲ ▲ Figure 12. Standard spectra
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Quigley, M., R. Van Dissen, P. Vill
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slip on a 59-degree striking fault
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▲▲Figure 4. Convergence of inve
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observations and other source studi
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-42. 5-43. 0-43. 5-44. 0-44. 5-43.2
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“Product CSK © ASI, (ItalianSpac
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TABLE 2Solutions for fault location
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-43.45(A)degrees N-43.50-43.552.52.
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is still a good fit to the horizont
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Coulomb Stress Change Sensitivity d
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mation takes on a larger strike-sli
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P 9.4267BLDU45P 20.1213CASY39P 2.62
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ERMJNUMAJOINUJHJ2CBIJMIDWJOWYHNBTPU
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(A)6.146.13(B)6.246.36Misfit6.156.1
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(A)(B)(C)(D)▲▲Figure 10. The co
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(A)(B)(C)(D)▲▲Figure 12. The co
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Luo, Y., Y. Tan, S. Wei, D. Helmber
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−44˚00' −43˚00'4-Sep-2010Mw 7
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TABLE 1Pairs of SAR imagery used in
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Depth (km)Coulomb Stress Change(bar
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Crippen, R. E. (1992). Measurement
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AlpineFaultHope Fault38 mm/yr0+ +-1
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σ 1dσ 3Nuσ 3CM w 7.1dw 6.2u70°M
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Right-lateral Faults(A) Range Front
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DISCUSSIONThe 2010-2011 Canterbury
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Large Apparent Stresses from the Ca
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▲ ▲ Figure 2. Observed vs. pred
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10Obs SA(1s)AS1AS+SDAB 2006AB+SDSA(
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Fine-scale Relocation of Aftershock
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−43.25°OXZ0 10 20km−43.5°−4
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A’0 km 4 8−43.5°B’B−43.6°
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REFERENCESAvery, H. R., J. B. Berri
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▲ ▲ Figure 2. A) shows three-co
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▲ ▲ Figure 4. Vertical accelera
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0.8PRPC Z0.40Normalized (Max PGA +
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Near-source Strong Ground MotionsOb
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(A)Magnitude, M w876542009 NZdataba
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Scale0.5 g5 seconds▲▲Figure 4.
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(A)(B)Spectral Acc, Sa (g)North/Wes
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Vertical-to-horizontal PGA ratio543
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(A)(B)Station:CCCCSolid:AvgHorizDas
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REFERENCESAagaard, B. T., J. F. Hal
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▲ ▲ Figure 1. Shear-wave veloci
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Spectral Acceleration (0.3 s), (g)I
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Spectral Acceleration (3 s), (g)In[
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TABLE 1Mean (μ LLH ) and standard
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Strong Ground Motions and Damage Co
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ings and the Modified Takeda-Slip M
Page 125 and 126: high, but there were no buildings d
Page 127 and 128: REFERENCES▲▲Figure 8. Heavily d
Page 129 and 130: (A)(B)(C)(D)(E)▲▲Figure 1. A) M
Page 131 and 132: (A) (B) (C)▲ ▲ Figure 3. A) Typ
Page 133 and 134: (A) (B) (C)▲ ▲ Figure 4. A) Typ
Page 135 and 136: Case StudyKey ParametersTABLE 1Key
Page 137 and 138: ▲ ▲ Figure 9. Representative bu
Page 139 and 140: Soil Liquefaction Effects in the Ce
Page 141 and 142: ▲ ▲ Figure 2. Representative su
Page 143 and 144: Location of structures illustrated
Page 145 and 146: Shading indicates areaover which pr
Page 147 and 148: 1.8 deg15 cmGround cracking due to
Page 149 and 150: 30 cm17 cm30 cmFoundation beam▲
Page 151 and 152: Comparison of Liquefaction Features
Page 153 and 154: (A)(B)▲▲Figure 2. A) Simplified
Page 155 and 156: (A)Acceleration (Gal)6004002000-200
Page 157 and 158: (A)(B)▲▲Figure 7. Distribution
Page 159 and 160: (A)(B)▲▲Figure 10. Damage to a
Page 161 and 162: (A)(B)▲ ▲ Figure 14. A) Subside
Page 163 and 164: ▲▲Figure 17. A trench in a resi
Page 165 and 166: Ambient Noise Measurements followin
Page 167 and 168: ▲▲Figure 1. Location of the noi
Page 169 and 170: ▲▲Figure 5. Site N20 showing HV
Page 171 and 172: ▲▲Figure 8. Comparison between
Page 173 and 174: Use of DCP and SASW Tests to Evalua
Page 175: ▲ ▲ Figure 2. Aerial image of C
Page 179 and 180: ▲▲Figure 7. SASW setup at a sit
Page 181 and 182: where X ~ N(μ X , σ X 2 ) is shor
Page 183 and 184: Using the same critical layers as s
Page 185 and 186: Performance of Levees (Stopbanks) d
Page 187 and 188: ▲▲Figure 3. Typical geometry an
Page 189 and 190: TABLE 1Damage severity categories (
Page 191 and 192: (A)(B)▲▲Figure 6. A) Large sand
Page 193 and 194: (A)(B)▲▲Figure 8. A) Representa
Page 195 and 196: each of the Waimakariri River and a
Page 197 and 198: ▲ ▲ Figure 2. Horizontal peak g
Page 199 and 200: only minor damage, mostly to their
Page 201 and 202: (A)(C)(B)▲▲Figure 5. Ferrymead
Page 203 and 204: (A)(B)▲▲Figure 7. Damage to sou
Page 205 and 206: (A)(B)▲▲Figure 11. Settlement o
Page 207 and 208: (A)(C)(B)▲▲Figure 14. Railway B
Page 209 and 210: Events Reconnaissance (GEER) Associ
Page 211 and 212: New PublicationsCanGeoRefThe Americ
Page 213 and 214: Wednesday, 18 AprilTechnical Sessio
Page 215 and 216: Verification of a Spectral-Element
Page 217 and 218: EASTERN SECTIONRESEARCH LETTERSReas
Page 219 and 220: (A)70°N100°W 60°W70°N(B)100°E1
Page 221 and 222: Mongolia SCRThe presence or absence
Page 223 and 224: the small horizontal relative motio
Page 225 and 226: 80°100°120°140°EXPLANATIONBorde
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Chang, K. H. (1997). Korean peninsu
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Wheeler, R. L. (2008). Paleoseismic
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A significant outcome of this study
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TABLE 1 (continued)Earthquakes for
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▲▲Figure 2. Earthquakes used in
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Meeting CalendarM E E T I N GC A L
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201 Plaza Professional Bldg. • El
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Seismological Research Letters (SRL
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Christa von Hillebrandt-Andrade, Pr
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